SW8021117_COMPLIANCE_20030314

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

INFILTRATION BASIN ANALYSIS
PROJECT NUMBER: 021117
PROJECT NAME: Dove Meadows
DRAINAGE BASIN: Cape Fear
RECEIVING STREAM: UT Greenfield Lake
Index No.: CPF17 18-76-1
SITE AREA 2.24 acres
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
Future
TOTAL
% IMPERVIOUS, 1= 54.3°/
ELEVATION OF SEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
FILENAME: G:IDATAIWPDATAIWQSIINBASIN1021117.WK1
.>rr111 EaATFM1x
REVIEWER: L. Lewis
CLASS: C Sw
If ORW, is site within the 575' AEC?
DRAINAGE AREA: E777
SF
FEET MSL
':«=f25; INCHES/HOUR
or 0.000579 FPS
Elev. (ft) Area, sq ft
Inc. Volume
Acc. Volume
BOTTOM 24 1160
25 1952
1556
1556
26 2816
2384
3940
TOP 27 3760
3288
7228
VOLUME ! DEPTH 1 DRAWDOWN CALCULATION
DESIGN STORM, INCHES!
DESIGN VOLUME
4709:>
CUBIC FEET
STORAGE MET AT ELEVATION
5 CUBIC FEET
ELEVATION SPECIFIED ON PLANS
;;>.;>2Fi;3U€
FEET
TIME TO DRAWDOWN
1.9
HOURS MUST BE <120
25 YEAR 24 HOUR STORM NIA
Intensity, i = .33 inches 1 hour
Qr=CiA=
0.43
CFS
Op through the bottom of the basin=
0.67
CFS Must be > Or
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches 1 hour
Volume for 10 yr. 10 min, event =
4903.41
CF < 4372 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements.

INFILTRATION BASIN ANALYSIS
FILENAME: G:IDATAIWPDATAIWQSIINBASIN1021117.WK1
PROJECT NUMBER: 021117
DATE: 27-Jan-03
PROJECT NAME: Dove Meadows
DRAINAGE BASIN: Cape Fear
REVIEWER: L. Lewis
RECEIVING STREAM: UT Greenfield Lake
CLASS: C Sw
Index No.: CPF17 18-76-1
If ORW, is site within the 575' AEC?
SITE AREA 2.24 acres
DRAINAGE AREA: SF
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS
20080 1
PARKING/ASPHALT
22790 1
CONCRETE
7980 1
Future
2030 1
TOTAL
5$$(3I C
�6
Place a 1" here if Rational
% IMPERVIOUS, I= 54,3°Iri
RV= .05+.009 (I)
.�i
ELEVATION OF SEASONAL HIGH WATER TABLE
22 FEET MSL
REPORTED INFILTRATION RATE
:. ,:.:2�� INCHES/HOUR
or 0.000579 FPS
SURFACE AREAS AND ELEVATIONS
Elev. (ft) Area, sq ft
Inc. Volume Acc. Volume
BOTTOM 24 1140
25 1980
1560 1560
26 2900
2440 4000
TOP 27 3900
3400 7400
VOLUME ! DEPTH / DRAWDOWN CALCULATION
DESIGN STORM, INCHES
......,I
DESIGN VOLUME
4372
CUBIC FEET
STORAGE MET AT ELEVATION
26 11>'
CUBIC FEET
ELEVATION SPECIFIED ON PLANS
:26F3!
FEET
TIME TO DRAWDOWN
.$:>
HOURS MUST BE <120
25 YEAR 24 HOUR STORM NIA
Intensity, i = .33 inches 1 hour
Qr=CiA=
0.47 CFS
Qp through the. bottom of the basin=
0.66 CFS Must be > Or
li 10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches / hour
Volume for 10 yr. 10 min. event =
5362.29 CF < 4372 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements.

.A 4
Date
Design
Andrew and Kuske
Sh! et
/6 3o az.
Cc f
902 Market St. CONSULTING ENGINEERS, INC,Wilmington. N.C. 28401
O00
Check
.fob
For
Job No.
STol�n�\v�r�rc (TALC-s
'DOV6 ►\SEAOw,••s
G2076
S 17-6 -0 A-rA
,4�
Sr-
s I r(2� q tz 6-'
2 •2 4- :
971
!N'\oux A-izLA
T3LDCG5
O,dG
20,0aa
PA V—KI+J<-
a , S z
2-L/ -79 o
S IJ7LS\vQ L ICS
ut-j0a fi6,.,A7c'n 4-ro°
4,OS
Z, 93o
-To -rAL_
!,2/
s2 ggn
1
USE S3, 000 cG Tom 04 s1cni
\v/aiE,2 ��ASflrrc/a—ro*.r
- C^ Sw
Irvl�l�-T2A—f,an.r Z3As,n!
47z o r lz6o'u
voLur—
�ti�ltilrlrllrllJ
�.�'C00 ••,,i
�..T-�E� SSIpN'•;9 '-,
VOL 0-,�
.a 9
E s�
A F-C A
yV
SE AL =,
C--r 't 10972
11 GOG
�FrV F S NF ,..
ZG
2BZ'o
Z 3 9 0.;
39 �a- fllrl4N�
27
37Go
?.Z¢o
(z C'Y o
36r 7 2 (0. 3.
v- ¢9¢0 47av cF oK
I`Wr-'(-r1z4 -r/ov RA 7'�5
K= z5` s3 rr1�lfrz 5E6 !dyo, Ga,va�cr v,Ty A/�ro �G1� ;�C�IE�J
RECEIVED
C,? = 11,60 SP x 0, o 3S' F rti�
4 r FEB 2 8 2003
1)ftAk., r) otk,,v 47¢0 C F :� ¢ D DWQ f
}
'12 d /-�, &r PROD # 12A)6 U Z 1 j l 7
2,0 1-01-J C S per. O,K

Date
Design
Andrew and Kuske
Sheet
1 D o a z
C� S
902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N,C. 28401
Z Of
Check
Job
For
Job No,
STvRI��,�. 4w G c.G1
DovE T�G-Aoows'
Ozo7(Q
PG —a l� r c.ov. 'ZA7�S
PF,Gcc) t.rs-rnuC7.o+. 7ZuN0FF - )a Yrz-/ 15-- Ak N -T7-L) z^�
z, 5 GF5 ALL0-/l T7Lc` TDlSC.14AKC e5
C,U = Z'S GFS PC,. 2 Of 7-4Y!)Rcac4ro [4LCs Ri 7Actjen
SGDIri�. 17?A5i,.l C/-)LC�r
T). A = Z, 4 Ac-fzo
0 a 7C A
330a 5r ti 32-00 Sr e 6L-&/ 26.3
V �&voo Crb.. x 2, - A L
43oo cr 5"0za cF L' 2- dl<
PILu\leoe ou-r L`7 rao 7L`.c7.or✓ -vumtNr co.vsr,vcrv"
"Rirg-,Ar' Dis;tJyATdrt
(t're = -7' G C F!
V a = 4- FYJ
13GLa•v TiEQn.�-NTI 1A�' CHAR-r
it S'& CA = S'
\v- 1.5"+ 04 cA
�y �L S70n1�,

02076 DOVE MEADOWS DENR INFILTRATION 90-Yr Type III 24-hr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 1
HydroCAD® 6.10 s/n 000479 O 1986-2002 Applied Microcomputer Systems 2/17/03
Subcatchment S1: AREA TO POND #1
Runoff = 7.61 cfs @ 12.21 hrs, Volume= 0.554 af, Depth= 2.97"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-16.00 hrs, dt= 0.01 hrs
Type III 24-hr Rainfall=7.00"
Area fac) CN Description
2.240 72 1/8 acre lots, 65% imp, HSG A -- - _
Tc Length
min) (feet)
15.0
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment S1: AREA TO POND #1
Hydrograph
i .--- - - - - -- 61cs 12.21 hrs --- -a - - - - - - - - - - -------- - - - - -------- - - - - - -
I I I
t I I I
I I I I
-- - - - - - - - - -' --- - - - - ------ - - - - -- ----- - - -- -- '------- - - - - - -
I I 1 I
I I I I
I
I I 4 I
I I I I
I I I I
5-------------'------------------------- ------ - - - - -------- - - - - - -
I I I I
I I 1 1
I I I 1
4 _ ----------- --- - - - - - -
I I 1
I I I
3 ----- - - - - - -
I I I 1
I I 1 I
I I I
2-- - - - - -- -'-------------------------A-------------------------
I I I I
I I I k
r I I I
1 - I I I - - - - - - --
--- - - - - -- ---------------- ----- ----- ------ - - --
I I - I - - - - - - I
I I I
I I I I
Time (hours)
-• Runoff

02076 DOVE MEADOWS DENR INFILTRATION 10-Yr Type 11124-hr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 2
HydroCAD® 6.10 sln 000479 ©1986-2002 Applied Microcomputer Systems 2/17/03
Reach R1: VEGETATED FILTER TO CB @ STREET
Inflow Area = 2.240 ac, Inflow Depth = 0.43"
Inflow -- 2.52 cfs @ 12.44 hrs, Volume= 0.080 of
Outflow = 2.52 cfs @ 12.44 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.4 min
Routing by Star-Ind+Trans method, Time Span= 11.00-16.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.1 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 1.2 fps, Avg. Travel Time= 0.4 min
Peak Depth= 0.22'
Capacity at bank full= 39.29 cfs
Inlet Invert= 26.30', Outlet Invert= 26.00'
5.00' x 1.00' deep channel, n= 0.024 Length= 30.0' Slope= 0.0100 T
Side Slope Z-value= 3.0 7'
Reach R1: VEGETATED FILTER TO CB @ STREET
Hydrograph
1 2.52 cfs rs
I I I
I I I I
I I I I
I I I 1
1 I I I
[ I I I
I I I
-------_-•-•--- --- --- -------
---------------------------------------
I I I l
I I I I
I I I I
I I I I
S I I I
I i I I
1 I I I
1 I I I
I I I I
I I I I
I I l
I I I I
I I I I
I I I I
I I I I
I I I I
I I I Y
I I I I
I I I I
I I I
I 4 I I
I i e I
1 I I 1
I I I
d
Time (hours)
Inflow
Outflow

02076 DOVE MEADOWS DENR INFILTRATION 10-Yr Type 11124-hr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 3
H droCAD® 6.10 sln 000479 O 1986-2002 Applied Microcomputer Systems 2/17/03
Pond P1: INFILTRATION POND # P-1
Inflow Area = 2.240 ac, Inflow Depth = 2.97"
Inflow = 7.61 cfs @ 12.21 hrs, Volume= 0.554 of
Outflow = 4.62 cfs @ 12.44 hrs, Volume= 0.553 af, Atten= 39%, Lag= 13.7 min
Discarded = 2.10 cfs @ 12.44 hrs, Volume= 0.473 of
Primary = 2.52 cfs @ 12.44 hrs, Volume= 0.080 of
Routing by Stor-Ind method, Time Span= 11.00-16.00 hrs, dt= 0.01 hrs
Peak Elev= 26.83' Surf.Area= 3,597 sf Storage= 6,668 cf
Plug -Flow detention time= 26.8 min calculated for 0.553 of (100% of inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
24.00
1,160
0
0
25.00
1,960
1,560
1,560
26.00
2,820
2,390
3,950
27.00
3,760
3,290
7,240
28.00
5,000
4,380
11,620
Discarded OutFlow Max=2.10 cfs @ 12.44 hrs HW=26.83' (Free Discharge)
' —2=Exfiltration (Controls 2.10 cfs)
Primary OutFlow Max=2.52 cfs @ 12.44 hrs HW=26.83' (Free Discharge)
L1=Sharp-Crested Rectangular Weir (Controls 2.52 cfs)
# Routing Invert Outlet Devices
1 Primary 26.30' 2.0' long x 1.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s)
2 Discarded 0.00' 0.036000 fpm Exfiltration over entire Surface area

02076 DOVE MEADOWS DENR INFILTRATION 10-Yr Type 11124-hr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 4
HydroCAD® 6.10 sln 000479 O 1986-2002 Applied Microcomputer Systems 2/17/03
Pond P1: INFILTRATION POND # P-1
Hydrograph
--- - - - - -- 1 7.61 cs rs---------------- - ----- - - - - -------- - - - - --
I I
I I I I
-------------'- ---- u------'----------
------------------ ------ - -
1
I I I I
I I I I
I
------------ ---
5 I I I
I I I I
I I I I
-- - - - - - - - -- 4. .cs @ 12.44 rs-I------ - - - - --------- - - - - -------- - - - - - -
I ti I
I I I I
I I I I
- _ _ _ _ _ _ _ _ _ - 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - _ _ - -
I I I I
I I I
C s rs
$ 2.44 hrs
I I I
-- - - - - -- -'1- - .I -_----------I----------'
I I I I
I I I
1 I 1
I I I i
i I I 1
0
Time (hours)
a
d

02076 DOVE MEADOWS DENR INFILTRATION 50-Yr Type 11124-hr Rainfall=9.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 5
H droCAD(D 6.10 sin 000479 © 1986-2002 Applied Microcomputer Systems 2/17/03
Subcatchment S1: AREA TO POND #1
Runoff = 11.07 cfs @ 12.20 hrs, Volume= 0.800 af, Depth= 4.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-16.00 hrs, dt= 0.01 hrs
Type III 24-hr Rainfall=9.00"
Area (ac) CN
Tc Length
min) (feet)
15.0
i
1
N
V
3
0
LL
Description
1/8 acre lots,
Slope Velocity
(ftlft) (fUsec
"/o Imp, HZ5oU A
Capacity Description
(cfs)
Direct Entry,
Subcatchment S1: AREA TO POND #1
Hydrograph
1 _ _ _ _ _ _ — _ _ _ _ _I_ _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ _ — — _ _ _ _ _ y _ _ _ _ _ _ _ _ — _ _ _ y _ _ — _ _ _ _ _ _ _ _ _
11.07 cfs @ 12.20 hrs
I I I
—— — — — — — — — — — —I——---———————I—————— — — — — ———————— — — — — ——————.—— — — — — — —
I I I I
I l 1 I
1 - - - - - - - - - - - -I— — _ — — — — — — — —I— — — — — — — — — — — — - — — — — — — — — — — — — - — — — — — — — — — — —
I I I I
I
I I I I
I
I I I I
I I I 1
I I I I
I I I
I I I I
I I I I
I t e
1 —— -—---I— — — — — — — —————— I -— — — — — —— — — -— -a— — — — —— — — — —
I I I
I I I I
0
11 12 13 1d 15 V
Time (hours)
-• Runotf
4.

02076 DOVE MEADOWS DENR INFILTRATION 50-Yr Type III 24-hr Rainfall=9.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 6
HydroCADO 6.10 sin 000479 @ 1986-2002 Applied Microcomputer Systems _ 2/17/03
Reach R1: VEGETATED FILTER TO CB @ STREET
Inflow Area = 2.240 ac, Inflow Depth = 1.21"
Inflow = 5.90 cfs @ 12.35 hrs, Volume= 0.226 of
Outflow = 5.90 cfs @ 12.35 hrs, Volume= 0.226 af, Atten= 0%, Lag= 0.3 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-16.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.8 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 1.6 fps, Avg. Travel Time= 0.3 min
Peak Depth= 0.35'
Capacity at bank full= 39.29 cfs
Inlet Invert= 26.30', Outlet Invert= 26.00'
5.00' x 1.00' deep channel, n= 0.024 Length= 30.0' Slope= 0.0100 '/'
Side Slope Z-value= 3.0 7'
Reach R1: VEGETATED FILTER TO CB @ STREET
Hydrograph
I I I I
cfs hrs I I I
----- - - - - -------- - - - - -- ------------'--------------
1 I I 1
1 i I I
I I i I
I I 1 I
r I I I
1 I I I
I I I I
I i I I
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ' - - - - - - - - - - -
I I I I
I I I I
I I I I
I I I I
____I_ _ _ 1_____-_ _ _ _ _ _ F- _ _ _--.-___ ___I_ _ _ ___------_.
I I I l
I I I I
I 1 I I
I I l I
I I I I
I I V I
I 1 I I
- - - - - - - - - - - -1- - - - - - - - - - - 1 - - - - - - - L - - - - - - - - -I- - -
! I I I
I I I
I I I
I I I I
11 12 13 14 is 11
Time (hours)
Inflow
Outflow

02076 DOVE MEADOWS DENR INFILTRATION 50-Yr Type 11124-hr Rainfall=9.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 7
HydroCADO 6.10 s/n 000479 O 1986-2002 Applied Microcomputer Systems 2/17/03
Pond P1: INFILTRATION POND
# P-1
Inflow Area =
2.240 ac,
Inflow Depth = 4.29"
Inflow =
11.07 cfs @
12.20 hrs, Volume=
0.800 of
Outflow --
8.26 cfs @
12.35 hrs, Volume=
0.792 af, Atten= 25%, Lag= 8.6 min
Discarded =
2.36 cfs @
12.35 hrs, Volume=
0.566 of
Primary =
5.90 cfs @
12.35 hrs, Volume=
0.226 of
Routing by Stor-Ind method, Time Span= 11.00-16.00 hrs, dt= 0.01 hrs
Peak Elev= 27.23' Surf.Area= 4,042 sf Storage= 8,236 cf
Plug -Flow detention time= 25.6 min calculated for 0.792 of (99% of inflow)
Storage and wetted areas determined by Prismatic sections
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq ft)
(cubic -feet)
(cubic -feet)
24.00
1,160
0
0
25.00
1,960
1,560
1,560
26.00
2,820
2,390
3,950
27.00
3,760
3,290
7,240
28.00
5,000
4,380
11,620
Discarded OutFlow Max=2.36 cfs @ 12.35 hrs HW=27.23' (Free Discharge)
t--2=Exfiltration (Controls 2.36 cfs)
Primary OutFlow Max=5.90 cfs @ 12.35 hrs HW=27.23' (Free Discharge)
Z-1=Sharp-Crested Rectangular Weir (Controls 5.90 cfs)
# Routing Invert Outlet Devices
1 Primary 26.30' 2.0' long x 1.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s)
2 Discarded 0.00' 0.035000 fpm Exfiltration over entire Surface area

02076 DOVE MEADOWS DENR INFILTRATION 50-Yr Type/1/ 24-hr Rainfall=9.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 8
H droCAD® 6.10 sln 000479 Q 1986-2002 Applied Microcomputer Systems 2/17103
Pond P1: INFILTRATION POND # P-1
Hydrograph
>_ - - - - - - - - - - - - - - - - - - - - -" - -I- - - - - - - - - - - - * - - ` ` - - - - - - - -------------
11,07 c s 2 12.20 hrs
I I I
1-------------t-- ---------I-------------------------------------
I I V I
I I I I
-- - - -- - - - -+ - - _ - - - - - - - -I- - - - - - _ - - - - - ------- - -- - - - -I- - - - - - - - - - - -
I I I
I ! I
I
8 _ _ _ _ _ _ _ __I_ _ _ _ _ _ _ _ _ _ _ _ y _ _ - _ _ - _ _ _ _ _ _I_ _ _ _ _ _ _ _ - - - -
I i I 1
I I I
cs, r$ _______.,_-_____ --_________--__ __ _____-I- _____t_- --____
I I 1 I
! I I
rj- _ _ _ _ _ _ _I_ _ _ _ _ _ _ _ _ _ _ _ .t _ _ _ _ _ _ _ _ _ _ _ _I_ _ _ _ - - _ _ _ _ - -
I I I
I I I I
c rs 1 I I
i
I I I
I ! I
a
1 1 17 1'1 i d 1 S
Time (hours)
M

4 Lj
02U74
LAwGIBB
�Raun
August 5, 2002
Mr. Greg I-lyson
New Dawson Limited Partnership
1101 30th Street Northwest 4th floor
Washington, D.C. (District of Columbia) 20007
Subject: HYDRAULIC CONDUCTIVITY TESTING
PROPOSED DOVE MEADOWS DEVELOPMENT
WILMINGTON, NORTH CAROLINA
PROJECT NO.31000-2-1613
Dear Mr. Hyson:
RECEIVED
AUG G 5 2009
ANDREW AND KUSIE
Law Engineering and Environmental Services Inc. (LAW) is pleased to provide you with the
attached in -situ conductivity testing results. This scope for LAW Proposal No. 31099-0-0000 phase
491 covers the performance of hydraulic conductivity tests at locations designated by Mr. Larry
Sneeden, the infiltration tests results are attached along with a corresponding site map.
Three hand auger borings were advanced below the water table at the proposed Dove Meadows
site to determine the approximate water table below land surface (BLS) and to log the existing
soils (Appendix A). At Boring No. I-1 the water table was approximately 7.5 feet BLS, 1-2 was at
7.8 feet BLS and 1-3 was at 10.95 feet BLS. All soils were logged and are found in Appendix A.
All soils were found to be fine to medium sands with varying amounts of clay and silt.
We appreciate the opportunity to work with you on this project and we look forward to working as
your consultant on this and future projects. Please feel free to contact us if you have any questions
concerning this report.
Respectfully submitted,
LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC.
Daniel E. Atkinson
Construction Services Manager
Staff Geologist
J. Chris Pruneau, L.G.
Principal I-lydrogeologist
DEAIJCPIdea
Attachments
BY �-
WITHPERMISSION
RECEIVED
NOV 2 0 2002
DW
PROD # 50 OIL I I ( ,�
LAW Engineering and Environmental Services, Inc.
5710 Oleander Drive • Wilmington, NC 28403
910-452-1185 • Fax: [phone]

n
AMOOZEMETER DATA SHEET
Date: 7130102 Water level in hole
Job Name: Dove Meadows (31000-2.1613) initial: 68 cm
Horizon: NIA final: 64 cm
Location I-1
Hole Depth (cm): 77 cm
Distance (bubble tube to soil surface): NIA
Water Depth (in hole): 13
CHT Tube(s) setting: NIA
Chamber(s).used: small
Conversion Factor (20.0 cm2)
both X
(105.0 cm)
Change
-Level
Calculations;
K = QA K = Hydraulic Conductivity
Q = Steady -State rate of Water Flow
A = Glover Coefficient
Q = 8.1cm x 105.0 cm210.017 hours = 50029.41 cm31 hour
K = 50029.41 cm31 hour x 0 .00 1436 1 cm2 = 71.84 cm I hour
_ 71.84 cm 1 inch = 28.28 in 1 hour
hour 12.54 cm
Notes: Head Settings 60cm Hole Diameter = 5cm
A = 0.0014361 cm2
Fine to Medium SAND material
Calculated By: DEA
Checked By : DCS
Calculations;
K = QA K = Hydraulic Conductivity
Q = Steady -State rate of Water Flow
A = Glover Coefficient
Q = 8.1cm x 105.0 cm210.017 hours = 50029.41 cm31 hour
K = 50029.41 cm31 hour x 0 .00 1436 1 cm2 = 71.84 cm I hour
_ 71.84 cm 1 inch = 28.28 in 1 hour
hour 12.54 cm
Notes: Head Settings 60cm Hole Diameter = 5cm
A = 0.0014361 cm2
Fine to Medium SAND material
Calculated By: DEA
Checked By : DCS

I
AMOOZEMETER DATA SHEET
Date: 7I30102 Water level in hole
Job Name: Dove Meadows (31000-2-1613) initial: 59.5 cm
Horizon: NIA final: 67.5 cm
Location I-2
Hole Depth (cm). 71 cm
Distance (bubble tube to soil surface):
Water Depth (in hole): 13.5
CHT Tube(s) setting: NIA
Chamber(s) used: small
Conversion Factor (20.0 cm2)
NIA
both X
(105.0 cm2)
Change in Water
Level
��'
Elapsed Time
O.
K = Hydraulic Conductivity
Q = Steady -State rate of Water Flow
A = Glover Coefficient
Q = 6.36cm x 105.0 cm210.017 hours = 39282.35 cm31 hour
K = 39282.35 cm3 l hour x 0.001359 1 cm2 = 53.38 cm I hour
Conversion: 53.38 cm 11 inch = 21.02 in 1 hour
hour 12.54 cm
Head Settings 60cm Hole Diameter = 5cm
A = 0.00, 3591 cm2
Fine to Medium SAND material
Calculated By: DEA
Checked By : DCS

I
AMOOZEMETER DATA SHEET
Date: 7130102
Job Name: Dove Meadows (31000-2-1613)
Horizon: NIA
Location 1-3
Bole Depth (cm): 72 cm
Distance (bubble tube to soil surface): NIA
Water Depth (in hole): 13 cm
CHT Tube(s) setting: NIA
Chamber(s) used: small
Conversion Factor (20.0 cm)
Water level in hole
initial: 63 cm
final: 59 cm
both X
(105.0 cm2)
Level (cm)
®®®
I 1
®®
1 1
K=QA
K = Hydraulic Conductivity
Q = Steady -State rate of Water Flow
A = Glover Coefficient
Q = 7.4cm x 105.0 cm210.017 hours = 45705.88 cm31 hour
K = 45705.88 cm3 / hour x 0.0014361 cm2 = 65.63 cm 1 hour
65.63 cm 1 inch = 25.83 in 1 hour
hour 12.54 cm
Head Settings 60cm Hole Diameter = 5cm
A = 0.001436 / cm2
Fine to Medium SAND material
Calculated By: ❑EA
Checked By : DCS

LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC.
SOIL BORING LOGS
PROJECT NUMBER:
31000-2-1613
PROJECT NAME: Dove Meadows
BORING NUMBER:
1-1
SITE LOCATION: Wilmington, NC
ELEVATION
NA
GWL: 7.54' bis
GEOLOGIST:
Bill Mabie
DATE STARTED: 7/30/02
DRILLING METHODS:
Hand Auger
DATE COMPLETED: 7/30/02
SAMPLE
BLOWS ON
REC
USCS
REMARKS
DEPTH
SAMPLER
(IN)
DESCRIPTION
SYMBOL
(FT)
PER 6 IN.
NA
NA
0-1.0' Black to orange fine to medium sand with some organic
NA
moist
-
NA
NA
1.0-2.0' Orange to tan fine to medium sand
NA
moist -
-5
-
NA
NA
2.0-7.0' Orange to tan to dark brown tine to medium sand
NA
wet -
NA
NA
7.0-8.0' Dark brown fine to medium. sand with some silt
NA
sat.
-10
Boring terminated at 8.0'
-
Water table encountered at 7.45' bls
-
-15
-
-20
-
NOTES: bls = Below Land Surface

LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC.
SOIL BORING LOGS
PROJECT NUMBER:
31000-2-1613
PROJECT NAME: Dove Meadows
BORING NUMBER:
1-2
IGWL:
SITE LOCATION. Wilmington, NC
ELEVATION (FT):
NA
7.75' bis
GEOLOGIST:
Bill Mabie
DATE STARTED: 7/30/02
DRILLING METHODS:
Hand Auger
DATE COMPLETED: 7/30/02
SAMPLE
BLOWS ON
REC
USCS
REMARKS
DEPTH
SAMPLER
(IN)
DESCRIPTION
SYMBOL
(FTj
PER 6 IN.
-
NA
i NA
0-1.0' Black fine to medium sand with organics and debris
NA
moist -
-
NA
NA
1.0-3.0' Yellow to tan to light brown tine to medium sand
NA
moist -
-
NA
NA
3.0-4.0' Black fine sand with some silt and organics
NA
moist -
-5
NA
moist
-
NA
NA
4.0-6.0' Black silty fine sand
NA
NA
6.0-7.0' Dark brown fine sand with some silt
NA
wet -
NA
NA
7.0-8.5' Dark brown to brown fine to medium sand
NA
sat.
Boring terminated at 8.5'
-
-
Water table encountered at 7.75' bls
-
-15
-
-20
NOTES: Us Below Land Surface

LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC.
SOIL BORING LOGS
PROJECT NUMBER:
31000-2-1613
PROJECT NAME: Dove Meadows
BORING NUMBER:
1-3
SITE LOCATION: Wilmington, NC
ELEVATION FT :
NA
GWL: 10.95' bis
GEOLOGIST:
Bill Mabie
DATE STARTED: 7/30/02
DRILLING METHODS:
Hand Auger
DATE COMPLETED: 7130/02
SAMPLE
BLOWS ON
REC
USCS
REMARKS
DEPTH
SAMPLER
(IN)
DESCRIPTION
SYMBOL
(FT)
PER 6IN.
NA
NA
0-1.0' Dark brown to orange fine to medium sand with debris
NA
moist -
NA
moist
-
NA
NA
1.04.0' Orange fine to medium sand
-
-5
moist
-
NA
NA
4.0-7.0' Yellow fine to medium sand
NA
NA
NA
7.0-8.5' Yellow to tan fine to medium sand
NA
moist
-10
NA
NA
8.5-11.5' Yellow to light brown fine to medium sand
NA
sat.
-
Boring terminated at 11.5'
-
-15
Groundwater encountered at 10.95' bis
-20
-
ENOTES::bls = Below Land Surface

A
k
AA
y
EL IRON PIPE rOON
0,67, WEST OF LOIE
I \ \
t
/ Horan Lwc \ \
1.1a' r— .—TY LINE TO
E a am eox mal. •\
4 ` C
Aro R
N :P `A'p /
PROPERTY CORNER TO
LINE Or DEED BOOR 1161.
Q0P
LEGEND
— — PROPERTY LINE
— — — — AD, CENT PROPERTY LINE OR R\W LINE
— _ -- E%ISTMC 6ANITMv SCWER LWE
-—— C%16YING WAIEN LINE
EXISTING ORAIT—C -E
.dam ZONING LINE
B-4' ouxowo I
PONE
�L(0 13 INrILTRANON TEST
V
IGNT
FB
SHIPYARD
p —D M1GER TESTS
GRAPHIC SCALE - IN FEET
0 60 120
(SITE MAP
DOVE MEADOWS
WILMINGTON, NORTH CAROLINA
5710 OLEANER DRIVE
SUITE 110
WILMINGTON. NORTH CAROLINA
DRAWN:
WBM
JOB:
31000-2-1613
APPROVAL:
DEA
DATE:
8105/02
SCALE:
AS SHOWN
FIG:
1

6mlerm 6oils Pimiled
Post Office Box 10161
Wilmington, North Carolina 28404 RECOVER
Tel/Fax: [phone]
consulting Environmental Scientists SEP 4 1 6 2002
ANDREW AND K11SKE
September 11, 2002
Mr. C. Lawrence Sneeden, Jr., PE
Andrew & Kuske Engineers, Inc.
902 Market Street
Wilmington, North Carolina 28401
SUBJECT: Estimation of Seasonal High Water Table for Stormwater Basin
Dove Meadows Project Site
Adams Street
Wilmington, North Carolina
ESL Project No. 02-118
Dear Mr. Sneeden:
Thank you for the opportunity to assist you with this project. The results of our study are
presented the following report.
Introduction
A housing project for elderly residents is planned for the subject site. Regulations require
the construction of a collection facility for stormwater infiltration. The purpose of this
study was to observe the site soils with respect to their properties influencing permeability
and the depth to the seasonal high water table (SHWT).
Vince Lewis, DWQ Regional Soil Scientist, Larry Sneeden, PE, of Andrew & Kuske and
Bill Dunlop, ESL soil scientist met on the project site on the morning of September 06.
Hand auger borings were made for the purpose of observing soil conditions to estimate
the depth to the S1 WT and to estimate the soil permeability. Two borings, one each in
two locations, were made to a depth of about 84 inches. The borings were made in the
location of the proposed stormwater infiltration basin (boring location 1) and near the
northeast corner of the property (boring location 2).

Dove Meadows Project
,r
Page 2
Observations
The project site is the former location of an apartment/housing complex. The top 18+/-
inches of the soil were disturbed by the construction and demolition of the buildings. The
soil material was black organic sand and dark gray sand (apparently fill material) mixed
with concrete, gravel, and asphalt debris. The building material debris is from the former
building foundations and driveways.
From a depth of 18 to 36 inches the soil was loose, light gray sand. A layer of black
and/or very dark brown slightly cemented sand was observed at a depth of 36 to 48
inches. This was apparently a spodic horizon. From 48 to 84 inches the soil was loose,
light gray to gray sand. The depth to the SHWT was estimated to be approximately 72
inches in boring location 1 and 66 inches in boring location 2.
Conclusions
Both locations appeared to be suitable for a stormwater infiltration basin, the depth
regulated, of course, by the depth of the SFIWT and the required separation of the basin
bottom from it. - Mr. Lewis recommended the excavation of the spodic soil layer because
its slower permeability. We estimate the permeability of the natural soil material,
excepting the spodic layer, to be 6 in/hr or greater. The soil survey maps of the proposed
project area indicated that the soils in the project area was Baymeade or Kureb. The soil
we observed more closely resembled a Leon sand.
If you have any questions, please call us.
Sincerely,
W. R. (Bill) Dunlop, Jr., LSS
NC Licensed Soil Scientist #1095
EASTERN SOILS LIMITED P.O. Box 10161 Wilmington, NC 28404

q
STORMWATER SYSTEM NARRATIVE
DOVE MEADOWS ELDERLY HOUSING
For
NEW DAWSON LIMITED PARTNERSHIP
1101 30" STREET NW, 4T" FLOOR
WASHINGTON, DC 20007
[phone]
RECEIVED
Nov 2 0 2002
DWQ
pROJ
``Yµ� rnr►r,r�
C
/ 4/
�.I 'k-1 • 1
st AL
�•
10972
0. Fyn f �, `,'•l
err Yy//j�•�..UI
November 2002
Prepared by:
ANDREW 8r KUSKE CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] — (Fax)
E-mail: [e-mail]
A & K Project No. 02076

0
�r
NARRATIVE
DESCRIPTION
The site is a 2.24 acre tract on the east side of Adams Street 400 feet south of
Southern Boulevard in Wilmington, New Hanover County. It was formerly a part of the
Dove Meadows housing project that was demolished over the past year. The site is
relatively flat, with Kureb sandy soils and grass and weed vegetation. There are no
wetlands or watercourses on the site.
The project includes construction of 20 elderly housing units in 7 buildings,
parking, sidewalks, utilities, and stormwater management measures. The construction
will disturb 2.3 acres, and a state erosion control permit application has been submitted.
Total built -upon area is 1.21 acres, or 54% of the site. Construction is scheduled to
begin upon receipt of permits.
STORMWATER MANAGEMENT MEASURES:
The stormwater runoff from impervious surfaces will be directed to a grassed
infiltration basin. The basin is designed to accommodate this site at 54% impervious
area lot coverage and provide storage and infiltration of the runoff from the first inch of
rain. Rainfall in excess of the one inch will overflow to a 30-foot vegetated filter. The
basin bottom is two feet above the seasonal high water table. Measured infiltration rate
is 25 inches per hour and drawdown time is 2 hours.
The collection system utilizes Cultec contactor chambers in lieu of solid pipe.
These chambers will allow exfiltration into the site soils but are not a part of the state
stormwater management system permit and may be revised to solid. pipe at some point
prior to construction.
The contractor will provide maintenance during construction. The owner will
maintain the system upon completion.
2